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- HiW@ Draw S.f.n and BiMin for beam shown by Naphial methds Anst hinge %3D M= 9 W.m 3m 2m 3m Mmny = -6 IW.m1. A steel column 10 m long is fabricated from a cover plate and C section arranged as shown. Determine the safe compressive load. Fy = 248 MPa, E= 200 GPa. Use AISC/NSCP Specs. 450 mm -cover plate 'I 12 mm y2 IP d2 10 m C 310 x 37 A = 4720 mm? d = 305 mm bf = 77 mm tf = 12.7 mm tw = 9.8 mm C 310 X 37 a) Both ends of column are fixed b) Both ends of column are hinged c) One end fixed, the other end hinged Use design values of k. tw d=305- Ix = 59.9x10° mm ly = 1.85x10° mm x = 17.1 mm x=17.1USE NSCP 2010 A simply supported beam is reinforced with 4 – 28 mm ø at the bottomand 2 – 28 mm ø at the top of the beam. Steel covering to centroid ofreinforcement is 70 mm at the top and bottom of the beam. The beamhas a total depth of 400 mm and a widthof 300 mm. fc’ = 30 MPa, fy = 415 MPa. Balanced steel ratio ρb = 0.031.Compute the ultimate moment capacity of the beam in kN-m. Usereduction factor of 0.90
- 4.3-4 Determine the available strength of the compression member shown in Figure P4.3-4. in each of the following ways: a. Use AISC Equation E3-2 or E3-3. Compute both the design strength for LRFD and the allowable strength for ASD. 15 HSS 10x6x ASTM A500, Grade B steel (Fy=46 ksi) 2/3H.W A Solid Steel bar of dlameter 6omm and length 350 mm is Placed inside an aluminum cylinder öf Inside diameter Femm and out side d lameter Ilomm, a comPressive load of looo lais applied on the assembly, find the stresses in the bar and the cylinder ? take Est = 200GPa and EAl = F0GPan %3D Cover Plate 0.25mm d- do 35omm A lum. cylinder Steel bar... Determine whether the D = 560 kips L = 68 kips compression member shown is adequate to support the given service loads. Take note Pu = 1.4D. 20' W12 × 79 K= 0.80, r= 3.05 in E = 29000 ksi, Fy = 50 ksi %3D A992 steel %3D Input Yes or No for your final answer. Note: Ag = 23.2 in^2 Blank 1 Blank 1 Add your answer
- 3.4 The required flexural (bending moment) strength is of a reinforced concrete beam is Mu = 260 kip-ft Determine which of the following reinforcing bar arrangements can be used for this beam. a) 6-#6 b) 4-#8 c) 3-#9 Material properties are: f'c = 5 ksi fy = 60 ksi 12" 24" #4 Stirrups 1in cover over the stirrupsDetermine whether the D = 560 kips L = 68 kips compression member shown is adequate to support the given service loads. Take note Pu = 1.4D. 20' W12 × 79 K = 0.80, r = 3.05 in E = 29000 ksi, Fy = 50 ksi %3D A992 steel Input Yes or No for your final answer. Blank 1 Blank 1 Add your answerUse the composite beam tables and select a W-shape and stud anchors for the following conditions: Span length = 18 6 Beam spacing = 9 ft Total slab thickness = 51 2 in. (the slab and deck combination weighs 57 psf). Lightweight concrete with a unit weight of 115 pcf is used Construction load = 20 psf Partition load = 20 psf Live load = 225 psf Fy=50 ksi and fc=4 ksi A cross section of the formed steel deck is shown in Figure P9.8-9. The maximum live-load deflection cannot exceed L/360 (use a lower-bound moment of inertia). a. Use LRFD. b. User ASD.
- A W1422 acts compositely with a 4-inch-thick floor slab whose effective width b is 90 inches. The beams are spaced at 7 feet 6 inches, and the span length is 30 feet. The superimposed loads are as follows: construction load = 20 psf, partition load = 10 psf, weight of ceiling and light fixtures = 5 psf, and live load = 60 psf, A992 steel is used, and fc=4 ksi. Determine whether the flexural strength is adequate. a. Use LRFD. b. Use ASD.A beam must be designed to the following specifications: Span length = 35 ft Beam spacing = 10 ft 2-in. deck with 3 in. of lightweight concrete fill (wc=115 pcf) for a total depth of t=5 in. Total weight of deck and slab = 51 psf Construction load = 20 psf Partition load = 20 psf Miscellaneous dead load = 10 psf Live load = 80 psf Fy=50 ksi, fc=4 ksi Assume continuous lateral support and use LRFD. a. Design a noncomposite beam. Compute the total deflection (there is no limit to be checked). b. Design a composite beam and specify the size and number of stud anchors required. Assume one stud at each beam location. Compute the maximum total deflection as follows: 1. Use the transformed section. 2. Use the lower-bound moment of inertia.If the beam in Problem 5.5-9 i5 braced at A, B, and C, compute for the unbr Cb aced length AC (same as Cb for unbraced length CB). Do not include the beam weight in the loading. a. Use the unfactored service loads. b. Use factored loads.